CN112664207A - Advanced pre-reinforcement method for tillite layer tunnel - Google Patents
Advanced pre-reinforcement method for tillite layer tunnel Download PDFInfo
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- CN112664207A CN112664207A CN202011596898.5A CN202011596898A CN112664207A CN 112664207 A CN112664207 A CN 112664207A CN 202011596898 A CN202011596898 A CN 202011596898A CN 112664207 A CN112664207 A CN 112664207A
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- 238000000034 method Methods 0.000 title claims abstract description 38
- 230000002787 reinforcement Effects 0.000 title claims abstract description 18
- 239000002002 slurry Substances 0.000 claims abstract description 63
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 61
- 238000005553 drilling Methods 0.000 claims abstract description 43
- 239000011440 grout Substances 0.000 claims abstract description 30
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 8
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 8
- 239000010959 steel Substances 0.000 claims abstract description 8
- 239000004568 cement Substances 0.000 claims description 27
- 238000012360 testing method Methods 0.000 claims description 15
- 238000003756 stirring Methods 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 11
- 235000019353 potassium silicate Nutrition 0.000 claims description 11
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 11
- 238000011010 flushing procedure Methods 0.000 claims description 8
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- 238000003860 storage Methods 0.000 claims description 5
- 239000011398 Portland cement Substances 0.000 claims description 4
- 238000007599 discharging Methods 0.000 claims description 3
- 238000001914 filtration Methods 0.000 claims description 3
- 238000004537 pulping Methods 0.000 claims description 3
- 238000004080 punching Methods 0.000 claims description 3
- 238000005406 washing Methods 0.000 claims description 3
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- 238000010276 construction Methods 0.000 description 5
- 238000009792 diffusion process Methods 0.000 description 5
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Abstract
The invention relates to a tunnel reinforcing method, in particular to an advanced pre-reinforcing method for a tillite tunnel, which comprises the following steps: pouring a grout stopping wall; a drilling machine is in place and positions a hole position; drilling and installing an orifice pipe; drilling a casing pipe, and casing the casing pipe to a designed depth; inserting a sleeve valve pipe into the sleeve; pulling out the steel sleeve; inserting the sleeve valve pipe into the grouting core pipe; preparing slurry and performing sectional retreating type grouting from the bottom of the hole; checking a grouting structure; excavating and supporting; and (5) performing secondary primary building. The advanced pre-reinforcement method for the tillite layer tunnel provided by the invention has the advantages of good reinforcement effect and reliable process, and can be suitable for the tillite layer, the water-rich powder fine sand stratum, the loess, the mudstone, the broken belt and other soft rock strata.
Description
Technical Field
The invention relates to a tunnel reinforcing method, in particular to an advanced pre-reinforcing method for a tillite tunnel.
Background
The moraine layer is a special stratum which is carried and carried by glacier action, such as silt and rock fragments, is left in place after the glacier subsides and is deposited, and is also called a glacier deposit layer and is often called a gravel layer in the past.
The moraine layer section with the high-water-head confined water is small in particle size and high in mud content, is the moraine layer section with the highest construction difficulty, is easy to gush water and burst mud, and is high in safety risk; in the excavation process, the situation of large deformation of the primary support and the like can be caused due to the existence of large water pressure of surrounding rocks at the periphery; when the curtain grouting construction is adopted, the expected effect is not easy to achieve.
Disclosure of Invention
In order to solve the problems, the invention provides an advanced pre-reinforcement method for a tillite tunnel, which has a good reinforcement effect and a reliable process, and the specific technical scheme is as follows:
the advance pre-reinforcing method for the tillite layer tunnel comprises the following steps: pouring a grout stopping wall; a drilling machine is in place and positions a hole position; drilling and installing an orifice pipe; drilling a casing pipe, and casing the casing pipe to a designed depth; inserting a sleeve valve pipe into the sleeve; pulling out the steel sleeve; inserting the sleeve valve pipe into the grouting core pipe; preparing slurry and performing sectional retreating type grouting from the bottom of the hole; checking a grouting structure; excavating and supporting; and (5) performing secondary primary building.
Furthermore, when the grouting core pipe is inserted into the sleeve valve pipe, the grouting core pipe is provided with double grout stop plugs.
Further, a water pressing test is carried out before grouting: the pressure gauge is arranged on the orifice pipe water return pipe, the test pressure is 1.5-2.0 times of the pure water pressure, the flow and the pressure are observed once every 10min during the test, the flow and the pressure are kept relatively stable, the flow is continuously read for four times, the difference between the maximum value and the minimum value is less than 10% of the final value, the test work can be finished, and the final flow is taken as the calculated flow.
Further, before grouting, drilling and flushing are carried out: the punching mode adopts a water discharging mode with sudden pressure rise and sudden pressure decrease, and the standard of the flushing end is as follows: and the water in the water outlet pipe is cleaned and then continues for 10min, and the total washing time is not less than 30 min.
Further, the slurry is a cement slurry and a cement-water glass double solution, the water cement ratio of the cement slurry is 0.6: 1-1: 1, the cement is 42.5 common Portland cement, and the fineness of the cement is not more than 80 microns; the cement-water glass double liquid has a water glass baume degree Be of 40, a modulus of 2.4-3.0 and a water glass slurry of 1: 0.8.
Furthermore, during pulping, two stirring and pulp storing barrels are arranged, and the capacity of each stirring and pulp storing barrel is 1m3The vertical motor and the cycloid pin wheel which are connected in sequence are arranged on the pulp storage barrelFormula reduction gear and (mixing) shaft, the outside of storing up the thick liquid bucket is established and is no less than two and get the thick liquid mouth, uses 1 x 1mm mesh screen to filter when getting thick liquid, gets into blade vertical mixer after the filtration and carries out the secondary stirring.
Further, when the water inflow amount of the grouting hole is less than 30L/min during grouting, pure cement slurry or cement and water glass slurry is selected; when the water inflow amount of the grouting holes is within the range of 30-200L/min, selecting the grout with the gelling time of 4-6 min; when the water inflow amount of the grouting holes is more than 200L/min, selecting the grout with the gelling time of 3-4 min.
Further, the grouting sequence during grouting: the outer ring is poured first, then the inner ring is poured, and the thin and dense soil is poured first and then the soil is worked from bottom to top at intervals.
Further, the grout stopping wall is cast by C30 concrete.
Compared with the prior art, the invention has the following beneficial effects:
the advanced pre-reinforcement method for the tillite layer tunnel provided by the invention has the advantages of good reinforcement effect and reliable process, and can be suitable for the tillite layer, the water-rich powder fine sand stratum, the loess, the mudstone, the broken belt and other soft rock strata.
Drawings
FIG. 1 is a flow chart of a tillite tunnel advanced pre-consolidation method;
fig. 2 is a schematic view of the manner of grouting.
Detailed Description
The invention will now be further described with reference to the accompanying drawings.
As shown in fig. 1 and 2, the method for pre-reinforcing a tunnel of a tillite layer comprises the following steps: pouring a grout stopping wall; a drilling machine is in place and positions a hole position; drilling and installing an orifice pipe; drilling a casing pipe, and casing the casing pipe to a designed depth; inserting a sleeve valve pipe into the sleeve; pulling out the steel sleeve; inserting the sleeve valve pipe into the grouting core pipe; preparing slurry and performing sectional retreating type grouting from the bottom of the hole; checking a grouting structure; excavating and supporting; and (5) performing secondary primary building.
When the grouting core pipe is inserted into the sleeve valve pipe, the grouting core pipe is provided with double grout stop plugs.
Carrying out a pressurized water test before grouting:
the pressure gauge is arranged on the orifice pipe water return pipe, the test pressure is 1.5-2.0 times of the pure water pressure, the flow and the pressure are observed once every 10min during the test, the flow and the pressure are kept relatively stable, the flow is continuously read for four times, the difference between the maximum value and the minimum value is less than 10% of the final value, the test work can be finished, and the final flow is taken as the calculated flow.
The purpose of the water pressure test is to know the water-rich and water permeability of the rock stratum of each grouting section of the grouting hole so as to determine the slurry proportion. Estimating the consumption of the slurry and the material consumption.
And (3) drilling and flushing before grouting:
the punching mode adopts a water discharging mode with sudden pressure rise and sudden pressure decrease, and the standard of the flushing end is as follows: and the water in the water outlet pipe is cleaned and then continues for 10min, and the total washing time is not less than 30 min.
When the drilling hole section needs grouting, the drilling hole flushing work is required immediately, and the purpose of the drilling hole flushing is to clear away residual rock powder in the drilling hole, clay impurities filled in rock cracks and the like.
The slurry is a cement slurry and a cement-water glass double-liquid, the water-cement ratio of the cement slurry is 0.6: 1-1: 1, the cement is 42.5 common Portland cement, and the fineness of the cement is not more than 80 microns;
the baume degree Be of the cement and the water glass double liquid is 40, the modulus is 2.4-3.0, and the water glass slurry is 1: 0.8.
When pulping, two stirring and slurry storing barrels are arranged, and the capacity of each stirring and slurry storing barrel is 1m3The vertical motor, the cycloidal pin wheel type speed reducer and the stirring shaft which are connected in sequence are arranged on the pulp storage barrel, at least two pulp taking ports are formed in the outer side of the pulp storage barrel, a 1X 1mm mesh screen is used for filtering during pulp taking, and the filtered pulp enters the blade vertical stirrer for secondary stirring.
When the water inflow amount of the grouting hole is less than 30L/min during grouting, pure cement slurry or cement and water glass slurry is selected; when the water inflow amount of the grouting holes is within the range of 30-200L/min, selecting the grout with the gelling time of 4-6 min; when the water inflow amount of the grouting holes is more than 200L/min, selecting the grout with the gelling time of 3-4 min.
Grouting sequence during grouting: the outer ring is poured first, then the inner ring is poured, and the thin and dense soil is poured first and then the soil is worked from bottom to top at intervals.
Finishing standard of single-hole grouting: gradually increasing the grouting pressure to the design final pressure, and continuing grouting for more than 10 min; the slurry feeding amount at the end of the slurry injection is less than 20L/min. Grouting whole section finishing standard: all grouting holes meet the single-hole finishing condition, and no missing grouting phenomenon exists; the water inflow after grouting is less than 1m 3/m.d; the effective injection range value of the slurry is larger than the design value.
The technical measures in the grouting process are as follows:
A. before grouting, a grouting test is carried out in a rock stratum under similar geological conditions, and indexes such as slurry filling amount, grouting amount, slurry proportion, setting time, slurry diffusion radius, grouting final pressure and the like are preliminarily mastered.
B. The grouting operation of a hole section is generally continuously carried out until the grouting operation is finished, and the grouting operation is not interrupted, so that forced interruption caused by the problems of mechanical failure, power failure, water cut, equipment and the like is avoided as much as possible. For the intentional interruption caused by intermittent grouting, stopping slurry leakage and the like, the hole is firstly swept to the original design depth and then re-grouting is carried out.
C. Grouting is performed from outside to inside at intervals in the same circle of holes.
D. When the rock stratum is broken and is easy to cause hole collapse, forward grouting is adopted, otherwise, backward grouting is adopted.
E. When the grouting interruption time exceeds the grout gelling time, the grout is discharged from a grouting pipeline system before the grout is gelled, is washed clean by clear water, the interruption reason is found out, the fault is eliminated, and the grouting is recovered after the interruption reason is well treated.
F. In order to prevent paper scraps and hard cement sundries mixed in the slurry from blocking pipelines, filter screens or filter nets are arranged at the inlet and the outlet of the stirring barrel.
G. In the grouting process, attention must be paid to observing the change conditions of grouting pressure and slurry suction amount, and when an abnormality occurs, the abnormality should be immediately checked and timely treated.
H. The grouting pressure suddenly drops and the flow is increased in the grouting process, the grouting process belongs to slurry leakage or ultra-diffusion, and the gel time can be shortened, the slurry concentration can be increased or a low-pressure intermittent grouting method can be adopted for timely adjustment and treatment.
Grouting measures in special cases:
A. grouting interruption
For grouting interruption, measures should be taken in time to shorten the interruption time and resume grouting as much as possible. If the interruption time is long, the drilling holes are flushed in time, grouting equipment is checked, interruption reasons are found out, effective measures are taken, hole sections with grouting interruption are cleared, re-grouting is carried out, and grouting quality is guaranteed.
B. Serial pulp
And when the slurry is mixed, measures are taken immediately, the slurry mixing holes can be simultaneously grouted, or the slurry mixing holes are plugged by plugs, and after the grouting holes are grouted, the slurry mixing holes are opened and washed, and then the holes are drilled or grouted continuously.
C. Large amount of leaked slurry from rock stratum
When a large amount of slurry leaks from the rock stratum, the grouting section is shortened, the grouting pressure is reduced, the slurry inlet amount is limited or the slurry concentration is increased, the grouting amount is strictly controlled, the grouting quality is ensured, and the slurry is not wasted.
Grouting quality inspection and data arrangement
And after all grouting holes of the grouting section are completely grouted, checking and evaluating the grouting effect, and supplementing grouting for unqualified people. The method comprises the steps of (1) checking and evaluating grouting quality, wherein various recorded data in a grouting process are comprehensively analyzed, and whether grouting pressure and grouting amount change is reasonable or not is analyzed, and whether design requirements are met or not is analyzed; and secondly, judging grouting quality by drilling an inspection hole, drilling a rock core or drilling a hole for shooting, observing the filling condition of the slurry, and inspecting the water burst condition in the hole. The inspection holes are arranged at the position with more water or at the center of the excavation surface, and 3 inspection holes are distributed in each cycle; meanwhile, the grouting diffusion effect and the leakage condition can be observed after excavation for inspection and verification.
The advance pre-reinforcing method for the tillite layer tunnel comprises the steps of drilling a grouting hole once, and performing sectional grouting from the hole bottom to the outside. Its advantages are no repeated drilling and less engineering load.
Grouting parameters
(1) The grouting section is 30m long, 25m is excavated, 5m of grout stopping rock trays are reserved, and the first ring is used as a C20 concrete grout stopping wall. In actual construction, if the grouting effect is poor due to the fact that the grouting section length is 30m, the grouting section length can be adjusted to be 20m, 15m is excavated, and 5m of grout stopping rock trays are reserved.
(2) And (4) drilling by using a multifunctional hydraulic drilling machine, wherein the opening diameter of the grouting hole is not less than phi 108, and the diameter of the final hole is not less than phi 90 mm.
(3) The diffusion radius of grouting liquid is 2m, the hole bottom distance of each ring of final holes is not more than 3m, 7 rings of grouting holes are arranged in each cycle, and the grouting range is 5m outside the contour line of tunnel excavation.
(4) And drilling and grouting are performed sequentially from outside to inside, and the same circle of holes are constructed at intervals.
(5) In principle, the backward grouting is adopted, and if the rock stratum is broken and easily causes collapse holes, the forward grouting can be adopted.
(6) When water burst occurs or drilling is blocked due to rock stratum breakage in the drilling process, grouting and hole sweeping are stopped before drilling.
(7) Grouting parameters
The effective diffusion radius of a single hole is 2m, and the circumferential distance of a final hole is not more than 3 m. The borehole aperture is phi 108.
And the grouting range is 5m outside the tunnel excavation contour line.
And thirdly, the final pressure of grouting is 1.5-2 MPa. Before grouting, a water pressing experiment is carried out, and grouting parameters are corrected accordingly.
(8) Grouting control standard
Firstly, grouting is carried out when the water quantity of a single hole is 10L/min or the water quantity in the advanced drilling hole exceeds 0.4L/(min m).
Secondly, finishing standard of single-hole grouting:
a. gradually increasing the grouting pressure to the design final pressure, and continuing grouting for more than 10 min;
b. 1/4 the pulp inlet amount is less than the initial pulp inlet amount;
c. the water inflow of the inspection hole is less than 0.2/min.
③ finishing the full-section grouting standard:
a. all grouting holes meet the single-hole finishing condition, and no missing grouting phenomenon exists;
b. the predicted water inflow of the tunnel after grouting is less than 1m3/(d·m)；
c. The effective injection range of the slurry is larger than the design value;
d. and drilling an inspection hole to take a rock core, and filling the slurry fully.
(9) Selection of grouting material
The grouting material is mainly cement slurry, and the cement-water-glass double-liquid slurry is mainly used for hole sealing or water inrush. The cement is prepared by the following steps: 42.5-grade ordinary portland cement, wherein the water glass adopts: baume Be 40; the cement paste water cement ratio is 0.8: 1-1: 1, and the water glass slurry ratio is 1: 0.8.
(10) Drilling grouting operation requirement
Firstly, the drilling sequence is from outside to inside, and no water hole is arranged firstly and then a water hole is arranged.
Secondly, the drill rig is installed smoothly and stably, the central line of the drill rod is ensured to be matched with the central line of the designed grouting hole, and the direction of the drill rod needs to be checked and corrected frequently in the drilling process. The bottom of the grouting holes should not deviate more than 1/40 for the hole depth, and the bottom of the inspection holes should not deviate more than 1/80 for the holes.
Thirdly, after drilling for 2m, installing an orifice pipe or a grouting pipe, measuring water pressure and water inflow, and filling records according to a form.
Fourthly, when drilling in a section with large water inflow and high pressure, firstly arranging an orifice pipe with a gate valve, when a large amount of water inflow occurs, pulling out the drilling tool, closing the gate valve on the orifice pipe and then grouting; when surrounding rock of an excavation working surface is broken, a grout stop wall and an orifice pipe are arranged, the depth of the orifice pipe embedded in the grout stop wall is determined according to the maximum grouting pressure, and the orifice pipe is a seamless steel pipe with the diameter not smaller than 90 mm.
Fifthly, adopting forward grouting for the stratum with easy collapse holes or easy drill sticking, or adopting backward grouting.
The grouting rate mainly depends on the slurry absorption capacity of the stratum (namely the porosity of the stratum) and the dynamic parameters of grouting equipment, the grouting rate is recommended to be 5-110L/min in consideration of various factors, and the grouting rate can be adjusted according to actual conditions in construction.
The grout stopping wall is cast by C30 concrete, the thickness is 2.0m, the height is 6.0m, and the bottom virtual slag of the grout stopping wall needs to be cleaned. Before concrete pouring, a sufficient number of phi 108 drainage pipes are buried in the grout stopping wall, and the actual number of the drainage pipes is based on that the construction of the grout stopping wall is not influenced by water drainage. The periphery of the grout stopping wall is connected and anchored with the peripheral primary support by adopting two rings of phi 32 steel bars, the length of the anchoring steel bars is 2.0m, the circumferential distance is 1.5m, and the grouting stopping wall and the primary support are respectively inserted by 1.0 m. The drilling machine operation platform is made of C25 concrete and is 20cm thick, the distance between the top surface of the platform and the vault is 5.0m, the length of the platform is 9m, and the drilling machine can move conveniently. And both sides of the platform and the side close to the grout stopping wall are reserved with 0.8m of no-pouring concrete as a drainage ditch.
In order to prevent the primary support behind the face from being squeezed and cracked due to backflow of slurry in the full-section grouting process, radial grouting (only in the first circulation grouting) is performed on the primary support in the range of 9m behind the face after the grout stop wall and the drilling machine operation platform are built. The small conduit is made of phi 42 steel pipe, the length is 4.5m, and the interval is 1.5m multiplied by 1.5m and arranged in a plum blossom shape. The grouting material adopts common cement-water glass double-liquid slurry, and the slurry proportion is as follows: w is 0.8: 1-1: 1, and S is 1: 1. The grouting pressure is 0.5-1.0 MPa. The exposed length of the small conduit is 20cm, the front end of the small conduit is processed into a cone shape for sealing, and 1 pair of slurry overflow holes with the diameter of 8mm are drilled every 15cm along the conduit wall.
As shown in fig. 2, each ring of grouting is injected with odd-numbered grouting holes first, then even-numbered grouting holes, and the even-numbered grouting holes are used as inspection holes. After all the grouting holes of the ring are completely injected, whether the grouting holes need to be locally supplemented or not is determined according to the water yield of the grouting holes. Generally, when the water yield of each hole per linear meter is more than 0.2L/min or the water yield of a local hole is more than 3L/min, drilling and grouting are additionally carried out.
The grouting is carried out by adopting a mode of repeatedly pressing and grouting, alternating thin slurry and thick slurry and combining pressure and injected slurry amount. And gradually increasing the grouting pressure from low to high, wherein the final pressure is 1.5-2 MPa, and performing a water pressure test before grouting so as to correct grouting parameters. The grouting time is adjusted according to the injection rate of the slurry. And when the grouting pressure and the grouting amount are both smaller than the specification, finishing the hole grouting.
The advanced pre-reinforcement method for the tillite layer tunnel provided by the invention has the advantages of good reinforcement effect and reliable process, and can be suitable for the tillite layer, the water-rich powder fine sand stratum, the loess, the mudstone, the broken belt and other soft rock strata.
The technical principle of the present invention is described above in connection with specific embodiments. The description is made for the purpose of illustrating the principles of the invention and should not be construed in any way as limiting the scope of the invention. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without inventive step, which shall fall within the scope of the appended claims.
Claims (9)
1. The advance pre-reinforcing method for the tillite layer tunnel is characterized by comprising the following steps of:
pouring a grout stopping wall;
a drilling machine is in place and positions a hole position;
drilling and installing an orifice pipe;
drilling a casing pipe, and casing the casing pipe to a designed depth;
inserting a sleeve valve pipe into the sleeve;
pulling out the steel sleeve;
inserting the sleeve valve pipe into the grouting core pipe;
preparing slurry and performing sectional retreating type grouting from the bottom of the hole;
checking a grouting structure;
excavating and supporting;
and (5) performing secondary primary building.
2. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
and when the grouting core pipe is inserted into the sleeve valve pipe, the grouting core pipe is provided with double grout stop plugs.
3. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
carrying out a pressurized water test before grouting:
the pressure gauge is arranged on the orifice pipe water return pipe, the test pressure is 1.5-2.0 times of the pure water pressure, the flow and the pressure are observed once every 10min during the test, the flow and the pressure are kept relatively stable, the flow is continuously read for four times, the difference between the maximum value and the minimum value is less than 10% of the final value, the test work can be finished, and the final flow is taken as the calculated flow.
4. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
and (3) drilling and flushing before grouting:
the punching mode adopts a water discharging mode with sudden pressure rise and sudden pressure decrease, and the standard of the flushing end is as follows: and the water in the water outlet pipe is cleaned and then continues for 10min, and the total washing time is not less than 30 min.
5. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
the slurry is a cement slurry and a cement-water glass double-liquid, the water-cement ratio of the cement slurry is 0.6: 1-1: 1, the cement is 42.5 common Portland cement, and the fineness of the cement is not more than 80 microns;
the cement-water glass double liquid has a water glass baume degree Be of 40, a modulus of 2.4-3.0 and a water glass slurry of 1: 0.8.
6. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
when pulping, two stirring and slurry storing barrels are arranged, and the capacity of each stirring and slurry storing barrel is 1m3The vertical motor, the cycloidal pin wheel type speed reducer and the stirring shaft which are connected in sequence are arranged on the pulp storage barrel, at least two pulp taking ports are formed in the outer side of the pulp storage barrel, a 1X 1mm mesh screen is used for filtering during pulp taking, and the filtered pulp enters the blade vertical stirrer for secondary stirring.
7. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
when the water inflow amount of the grouting hole is less than 30L/min during grouting, pure cement slurry or cement and water glass slurry is selected; when the water inflow amount of the grouting holes is within the range of 30-200L/min, selecting the grout with the gelling time of 4-6 min; when the water inflow amount of the grouting holes is more than 200L/min, selecting the grout with the gelling time of 3-4 min.
8. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
grouting sequence during grouting: the outer ring is poured first, then the inner ring is poured, and the thin and dense soil is poured first and then the soil is worked from bottom to top at intervals.
9. The pre-advance tunnel reinforcement method for a tillite layer according to claim 1, wherein,
the grout stopping wall is cast by C30 concrete.
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| CN114086995A (en) * | 2021-11-18 | 2022-02-25 | 中铁建大桥工程局集团第六工程有限公司 | Rapid water stopping method for grouting of half-sleeve valve pipe of water-rich tunnel |
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| CN110924976A (en) * | 2019-12-03 | 2020-03-27 | 中南大学 | Surrounding rock outer ring grouting reinforcement method |
| CN111472809A (en) * | 2019-09-10 | 2020-07-31 | 西南交通大学 | Rich-water moraine layer supporting structure and rich-water moraine layer supporting system |
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